萬科第五園一期建筑施工圖-基礎(chǔ)j21a

日 設(shè)計(jì) 校對(duì) 一、示意 剖面二、基本參《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--（GB50010--2002）B1=850(mm), A1=1300(mm)H1=300(mm), H2=100(mm) = A=B2= A2=d50(mm),F=727.30kNMx=2.00kN*m My=1.20kN*mVx=4.00kN Vy=13.00kNX軸彎矩M0xMxVy*d2.00(13.00)*1.00y軸彎矩M0yMyVx*d1.20(4.00)*1.005.20kN*m混凝土： 鋼筋：三、計(jì)算過修正后的地基承載力特征值fa160.00按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--2002）下列公式驗(yàn)算：pk=(Fk＋Gk)/A (式5.2.4－1)其中：A2.60*1.70Fk=F/Ks=727.30/1.25=Gk=A*d*20=4.42*1.00*20=pkFk＋Gk)/A581.8488.404.42=151.64kPa≤fa,按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--2002）下列公式驗(yàn)算：當(dāng)e<b/6時(shí),pkmax=(Fk＋Gk)/A＋Mk/W (式5.2.4－2) (當(dāng)e>b/6時(shí),pkmax=3(Fk＋Gk)/3la (式5.2.2－4)X、Y方向同時(shí)受彎:Mxk=M0x/Ks=11.00/1.25=8.80kN*mMyk=M0y/Ks=5.20/1.25=4.16kN*mFk=F/Ks=727.30/1.25=581.84kNGk=G/1.35=119.34/1.35=pkmax159.55kPa≤1.2*fa1.2*160.00192.00kPa,按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007--2002）下列公式驗(yàn)算：Fl≤0.7*βhp*ft*am*h0 Fl=pj* am=(at＋ X方向(a方向)：pj=pjmax=174.44kPaAlx=0.63m2Flx=pj*=174.44*=109.57ab==Min{0.60＋2*0.35=1.30amx==(0.60＋=0.95Flx≤0.7*βhp*ft*amx*ho=0.7*1.00*1270.00*0.950*=295.59kN,Y方向(b方向pj=pjmax=174.44kPaAly=0.96m2Fly=pj*=174.44*=168.23ab==Min{0.25＋2*0.35=0.95amy==(0.25＋=0.60Fly≤0.7*βhp*ft*amy*ho=0.7*1.00*1270.00*0.600*=186.69kN,Fl≤ fc*局部荷載設(shè)計(jì)值：Fl727.30混凝土局部受壓面積：Albc*hc=0.25*0.60=混凝土受壓時(shí)計(jì)算底面積：Ab混凝土受壓時(shí)強(qiáng)度提高系數(shù)：βsqr(Ab/Alsqr(1.35/0.15)1.35*βc*β*fc*=1.35*1.00*3.00*11900.00*7229.25kNFl727.30kN按《建筑地礎(chǔ)設(shè)計(jì)規(guī)范》(GB50007--2002)下列公式驗(yàn)算：MⅠ=a1**2*(2*l+a')*(pmax+p-2*G/A+(pmax-p)*l)/12(8.2.7－4)MⅡ=(l－a')**2*2*b＋b')*(pmax+pmin-2*G/A)/488.2.7－5)X=190.94Y=190.22MⅠ=(l/2-l0/2)*(l/2-l0/2)*((2*b+bo)*(pmaxx+pnx-2*G/A)+(pmaxx-=(1.70/2-0.25/2)*(1.70/2-=85.05=(2.60/2-0.60/2)*(2.60/2-= 相對(duì)受壓區(qū)高度：ζ=0.022697 配筋率：ρ=0.000788ρ<ρmin=0.0015 ρ=ρmin=0.0015計(jì)算面積：1560.00相對(duì)受壓區(qū)高度：ζ=0.042231 配筋率：ρ=0.001466ρ<ρmin=0.0015 ρ=ρmin=0.0015計(jì)算面積：1020.00四、計(jì)算